NYC DEP application to FERC for hydropower permit

8/8/2019 NYC DEP application to FERC for hydropower permit

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BEFORE THE UNITED STATES FEDERAL ENERGYREGULATORY COMMISSION

COMPETING APPLICATION FOR PRELIMINARY PERMIT

City of New YorkWest of Hudson Hydroelectric Project

(Competing with FERC Project No. 13222)

Project No. _______________

September 15, 2008


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Competing Application forPreliminary Permit

BEFORE THE UNITED STATESFEDERAL ENERGY REGULATORY COMMISSION

City of New York, NEW YORK Project No. _________________

COMPETING APPLICATION FOR PRELIMINARY PERMIT

1. Initial Statement

The City of New York (City or Applicant) applies to the Federal Energy RegulatoryCommission for a preliminary permit for the proposed West of Hudson Hydroelectric Project(Project), as described in the attached exhibits. This application is made in order that theApplicant may secure and maintain priority of application for a license for the Project underPart I of the Federal Power Act while obtaining the data and performing the acts required todetermine the feasibility of the Project and to support an application for a license.

As set forth below, the City is a municipality and claims preference under Section 7(a) of theFederal Power Act and 18 C.F.R. 4.37. This is a competing application to that from the

Delaware County Electric Cooperative (DCEC) identified as FERC Project No. 13222.

The Project proposal consists of four hydroelectric developments located on water supplyreservoirs, which were built by and are currently owned by the City and maintained andoperated by the New York City Department of Environmental Protection (DEP). Thiswater supply system provides high quality drinking water to approximately 9,000,000 NewYork State residents (approximately 50% of the States total population). The Citysproposal seeks hydroelectric development that simultaneously maintains the crucial watersupply system in accordance with drinking water needs, flood control, conservation releases,water quality standards and various other conditions affecting the system, includingdeterminations by the U.S. Environmental Protection Agency and the Delaware River Basin

Commission (DRBC). Because DEPs Bureau of Water Supply has operated the involvedreservoirs and dams for decades, with hundreds of dedicated staff in the upstate regionswhere the reservoirs are located, the Citys proposal includes information and proposeddesigns that contrast in several ways with the preliminary permit application filed by DCEC,as further described below:

Civil Works: The City proposes to use its existing low level intakes to convey water to theproposed powerhouses. The installation of siphon penstocks was evaluated and rejected at


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each of the four proposed hydroelectric projects. The use of siphon intakes at thesedevelopment sites is complicated by the range of headwater fluctuations experienced at eachof the sites.1 Given the projected long-term average low annual reservoir elevation and theelevation of the top of dam at each facility, the lift required for a siphon penstock placed ontop of the dam could be as much as 46 to 66 feet across the four Project sites.2 This is well

beyond a siphons range of lift.3

It is possible to bury the siphon arrangement in order to liftthe required flows into the penstock at low reservoir elevations. While this would assist inreducing the required lift, it raises a variety of dam safety concerns regarding penetration ofan earthen dam. Specifically, the buried siphon arrangement would impact those facilitieshaving core walls and impervious zones, such as those involved at the City sites. Thepossibility of mitigating this by placing the invert of the top of the siphon at an elevationabove the core walls and/or impervious zones was evaluated. From a civil worksperspective, this configuration will not be possible in combination with impervious zoneswithin a few feet of the top of the dam, although it may be possible to avoid buried corewalls. Another possibility would be to supplement siphon flows at elevations below whichthe siphon could use pumps to lift the water. However, this would require very large pumps4

with their own associated mechanical, electrical and civil works costs as well as ongoingoperations and maintenance costs.

Dam Safety: The Citys proposed taps of existing outlet piping to convey water to eachpowerhouse while maintaining existing outlet works would enhance dam safety by givingeach facility an additional outflow conveyance structure (e.g., the powerhouse), therebyallowing reservoir drawdown to occur more quickly. The chief concerns regarding damsafety with a siphon arrangement center on the penetration of the dams by the siphonpenstock. These concerns include the potential for: (i) seepage along thepenstock/embankment contact; (ii) excessive leakage or failure of the steel penstock that

could erode the earthen dam;

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(iii) differential settling of the penstock, if not installed

1 Based on reservoir elevations as computed using the OASIS model reflectingFlexible Flow Management Program conditions, the average reservoir fluctuation over thecourse of the year at each development is as follows: Cannonsville - elevation 1,116.8 to1,146.9; Schoharie elevation 1,110.4-1,130.5 feet; Neversink elevation 1,410.7-1,435.3feet; Pepacton elevation 1,246.8-1,273.8 feet.

2 Assuming an eight-foot diameter penstock.

3 The maximum theoretical lift of a siphon is 34 feet but the practical limit for theconsistent use of a siphon in this Application is approximately 20 feet.

4 For example, a turbine operating flow of 50 cfs is the equivalent of 32.33 mgd.

5 When the penstock is acting as a siphon, presumably the siphon would break andflow would soon stop. However, at higher reservoir elevations the penstock may act in agravity or pressurized mode (depending on the final design elevation of the siphon apex),


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properly, that could lead to leakage; (iv) damage to the impervious core zones and/or corewall through hydraulic fracturing or vibration during construction; (v) drying out ofimpervious core material during construction over what will likely be a large excavationarea. The Citys concerns over these potential dam safety issues are magnified by the keyrole the dams play in maintaining water supply to over 9,000,000 people and protecting

downstream communities.

Operation and Maintenance: The City maintains a grass cover on the downstream side ofthe earthen dams to protect against erosion. This grass cover must be mowed and inspectedin compliance with dam safety regulations. The DCEC proposal to run siphon tubes alongthe top of the dams could: (i) impede the Citys ability to effectively maintain the grasscover; (ii) impact subsurface drainage systems; and (iii) cause erosion problems at the siphonpenstock supporting foundations. If the siphon penstocks are buried, the impact to grasscover maintenance would be mitigated. However, this would increase the cost ofconstruction, decrease the life of the steel siphons, and raise additional concerns regardingsubsurface leaks in the penstocks. In addition, the DCEC proposal would require significant

manpower to conduct additional checks associated with the penstocks with respect to theCitys dam safety program.

Potential Energy Analysis: The Citys initial sizing of turbine/generator equipment is basedon two key assumptions. As discussed below, these assumptions will be scrutinized andadjusted where appropriate during the study phase in evaluating the feasibility of the sites forhydroelectric development.

There are U.S. Geological Survey (USGS) streamflow gauges located downstreamof each reservoir. Typically, the historic flow records from these gauges could be

used to evaluate the energy potential from a site. This approach would be acceptableif the reservoirs are expected to operate into the future in the same general manner asthey did in the past. However, the Flexible Flow Management Program (FFMP)adopted by the Parties to the Amended Supreme Court Decree of 1954 in September,2007, (Decree) significantly alters releases from the Delaware Basin reservoirs.6The current conservation releases differ significantly from historic releaserequirements. During the FFMP discussions, the City developed a comprehensivemodel to evaluate how the conservation releases would impact water supply. Therules defined in the FFMP were incorporated in the Citys model to predict what thereleases from the dams would have been historically under the FFMP rules. The

flowing through a penstock breach and the dam material until the reservoir is loweredsufficiently.

6 The Decree governs sets of release requirements and diversion limitations from theCitys Delaware Basin water supply reservoirs, including the Cannonsville, Pepacton, andNeversink Reservoirs. Changes to operations outlined in the Decree can only be made withthe concurrence of the Decree Parties: the States of Delaware, New Jersey, New York, theCommonwealth of Pennsylvania and the City of New York.


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Citys model simulated inflow and dam discharge conditions for the period 19487 to2004 under the FFMP rules. These predicted dam discharges provide a more realisticestimate of discharges available for future hydropower production than the use ofexisting USGS stream flow records.

The Citys proposal would allow for operation at the lowest average reservoirelevations.8 Further, the City anticipates being able to generate over the full range ofturbine discharges at lower elevations if the water is available for generation asopposed to being limited by the lower hydraulic capacity of the pumps used toaugment the siphons.

Water Temperature Impacts: The City proposes to tap water from the colder, lower portionof all four reservoirs. Releases from the reservoir, therefore, will consist of relatively lowertemperature water, which will benefit the aquatic habitat needs downstream of the projects.

In contrast, the use of a siphon requires water to be lifted through exposed penstocks from

the upper zones of the reservoirs. In order to discharge the same level of cold water as theCity, a siphon intake would need to extend to a level in the reservoir water column withthermal characteristics similar to the City intakes. This intake extension may significantlyincrease the cost of the DCEC proposed development.

Ownership and Operation: The City already owns and operates the water supply reservoirsystem. The City believes it is a natural extension of its responsibility as the provider of highquality drinking water to more than 9,000,000 customers to also control any proposedhydropower operations at the four projects as it has control of the existing outlet works(releases). Moreover, the City has experience owning hydroelectric facilities within the

Delaware River basin water supply system. Specifically, the City currently owns theNeversink hydroelectric plant, a 25 megawatt (MW) facility located in Grahamsville, NewYorkas well as the Grahamsville hydroelectric facility, an 18 MW hydroelectric facility inGrahamsville, New York. Both facilities, and the proposed Project, are linked to theDelaware River basin water supply system.

As set forth more fully in Exhibit 2 attached hereto, the scope of activities to be covered bythis request for a preliminary permit include various environmental, engineering andeconomic studies.

7 The hydrologic or flow component of the model starts in 1948, although many of thedams were not constructed until after 1948. For modeling purposes it was assumed that thedams were present in 1948 such that a longer period of flow record could be simulated.

8 In what appears to be a concession to the limitations of the siphon, DCEC proposesto operate down to reservoir elevations that are approximately 9-13 feet higher than the long-term average minimum pool elevation.


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2. The location of the proposed project:

State or territory: New YorkCounty: Schoharie, Delaware and SullivanTownship: Gilboa, Deposit, Colchester and Neversink

Stream: Schoharie Creek, West Branch Delaware River, East BranchDelaware River and Neversink River

3. Exact name, business address, and telephone number of the applicant:

City of New YorkCity Hall260 BroadwayNew York, New York 10007

Department of Environmental Protection

Attn: Commissioner59-17 Junction Blvd.Flushing, New York 11373-5108

Department of Environmental ProtectionAttn: Deputy Commissioner Bureau of Water SupplyP.O. Box 358Grahamsville, New York 12740

The exact name and business address of each person authorized to act as agent for the

applicant in this application is:

Commissioner Emily LloydDepartment of Environmental Protection59-17 Junction Blvd.Flushing, N.Y. [email protected]

Paul V. Rush, P.E.Deputy Commissioner Bureau of Water SupplyDepartment of Environmental Protection

P.O. Box 358Grahamsville, New York [email protected]

Robert M. Loughney, Esq.James S. King, Esq.Couch White, LLP540 Broadway


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P.O. Box 22222Albany, New York 12201Tel: (518) 426-4600Fax: (518) 320-3495E-mail: [email protected]

[email protected]

4. Statement of Authority:

The City of New York is a municipality and claims preference under Section 7(a) ofthe Federal Power Act and 18 C.F.R. 4.37. Specifically, the Administrative Code ofthe City of New York Section 24-364 provides that the Department of EnvironmentalProtection may utilize such water that it now owns or may acquire for the purpose ofgenerating electric current for the use of the municipality. Documentation supportingthe Citys status as a municipality is provided in Exhibit 5.

5. Term of Permit:

The proposed term of the permit is 3 years (36 months).

6. Existing Dams or Other Project Facilities:

The West of Hudson Hydroelectric Project includes the following four developmentsites: Cannonsville Reservoir (Cannonsville Dam), Pepacton Reservoir (DownsvilleDam), Neversink Reservoir (Neversink Dam) and Schoharie Reservoir (Gilboa Dam).All four sites are located at New York City Water Supply Reservoirs in the DEPs

West of Hudson operational region.

As set forth in the attached map (below), the New York City surface (reservoir) watersupply system consists of a network of 19 reservoirs, including the Cannonsville,Pepacton, Neversink, and Schoharie Reservoirs, and three controlled lakes in a 1,972square-mile watershed. The Citys water system provides approximately 1.2 billiongallons of safe drinking water to over eight million City residents and approximatelyone million residents of Westchester, Putnam, Ulster, and Orange Counties.

The City is the owner of the dams that will be utilized as part of the Project facilities.A complete description of the proposed Project is set forth in Exhibit 1.


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7. All persons, citizens, associations of citizens, domestic corporations, municipalities,

or states that have or intend to obtain any proprietary right to construct, operate, or

maintain the project:

As Project proponent, all proprietary rights to construct, operate, and maintain theProject would reside with the City.

8. Every county in which any part of the project, and any federal facilities that wouldbe used in the project, would be located in:

Delaware County Schoharie County

Chairman, Board of Supervisors Chairman, Board of Supervisors111 Main Street County Office BuildingDelhi, NY 13753 284 Main Street

Schoharie, NY 12157

Sullivan CountyCounty Chairman100 North StreetPO Box 5012Monticello, NY 12701

9. Every city, town, or similar local political subdivision in which any part of theproject and any federal facilities that would be used by the project, would be located

or that has a population of 5,000 or more people and is located within 15 miles ofthe dam or project:

Town of Fallsburg Town of Liberty

Town Supervisor Town Supervisor19 Railroad Plaza South 120 North Main StreetFallsburg, NY 12779 Liberty, NY 12754

Town of Rochester Town of Thompson

Town Supervisor Town Supervisor50 Scenic Road 4052 Route 42

PO Box 65 Monticello, NY 12701Accord, NY 12404

Town of Walton Town of Wawarsing

Town Supervisor Town Supervisor129 North Street 108 Canal StreetWalton, NY 13856-1217 PO Box 671

Ellenville, NY 12428


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Town of Andes Town of Deposit

Town Supervisor Town Supervisor580 Main Street 3 Elm StreetAndes, NY 13731 Deposit, NY 13754

Town of Conesville Town of Middletown

Town Supervisor Town Supervisor1306 State Route 990V 42339 State Hwy 28Gilboa, NY 12076 PO Box 577

Margaretville, NY 12455

Town of Gilboa Town of Colchester

Town Supervisor Town Supervisor373 State Route 990V 72 Tannery RoadGilboa, NY 12076 PO Box 321

Downsville, NY 13755

Town of Neversink Town of Prattsville

Town Supervisor Town Supervisor273 Main Street 14517 Main StreetPO Box 307 Prattsville, NY 12468Grahamsville, NY 12740

Town of Roxbury Town of Tompkins

Town Supervisor Town Supervisor

53690 State Hwy 30 148 Bridge StreetPO Box 189 PO Box 139Roxbury, NY 12474 Trout Creek, NY 13847

Town of Ashland Town of Bethel

Town Supervisor Town SupervisorRoute 23 3454 Route 55PO Box 14 PO Box 300Ashland, NY 12407 White Lake, NY 12786

Town of Blenheim Town of Bovina

Town Supervisor Town Supervisor2123 State Route 30 Bovina Center, NY 13740North Blenheim, NY 12131

Town of Broome Town of Conesville

Town Supervisor Town SupervisorPO Box 969 1306 State Route 990VMiddleburgh, NY 12122 Gilboa, NY 12076


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EXHIBIT 1: PROJECT DESCRIPTION

The City seeks to develop hydroelectric power generation at four existing dams and watersupply reservoirs owned, operated, and managed by the City of New York, collectively

referred to as the West of Hudson Hydroelectric Project. The four developments, damnames, river, and drainage areas are listed in the table below.

Development Dam Name River DrainageArea

Cannonsville Cannonsville West Branch Delaware River 454 mi2

Neversink Neversink Neversink River (tributary to

Delaware)

92.6 mi2

Pepacton Downsville East Branch Delaware River 372 mi2

Schoharie Gilboa Schoharie Creek 316 mi2

1.1 FLEXIBLE FLOW MANAGEMENT PROGRAM

In September, 2007, the Decree Parties adopted the FFMP for managing releases from theCitys Delaware Basin water supply reservoirs, including the Cannonsville, Pepacton andNeversink Reservoirs. Although the FFMP is currently operating through the concurrence ofthe Decree Parties, it is also expected to be adopted by the Delaware River BasinCommission (DRBC). It is possible that there will be some changes to the FFMP when itis adopted by DRBC. It is not expected that these changes will impact negativelyhydroelectric generation potential at any of the sites under consideration.

The FFMP requires conservation releases from the Cannonsville, Pepacton and NeversinkReservoirs based on time of year and storage conditions at the Citys Delaware BasinReservoirs. Specifically, the Tailwaters Habitat Protection and Discharge Program(THPDMP) was developed. The THPDMP consists of conservation releases designed toprotect the ecology in the tailwaters below the Citys Delaware Basin Reservoirs, anddischarge mitigation releases designed to help improve the flood mitigation benefits that the

Citys Delaware Basin Reservoirs already provide.

The FFMP became effective in 2007 and conservation releases specified in the plan havebeen implemented since September, 2007. While the FFMP does not apply directly toSchoharie Reservoir/Gilboa Dam because the 14 reservoirs that make up the water supplyresources are operated on a system-wide basis, drawdown in one watershed (e.g., theDelaware basin) impacts reservoir levels in the other watershed(s) (e.g., Catskill and/orCroton). Conservation releases from the three Delaware Basin Reservoirs pursuant to the


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FFMP vary throughout the time of year, and are also dependent on the available storagecapacity (storage zones). Generally, as reservoir storage within the reservoir systemdeclines, required conservation releases also decline to preserve the drinking water supply.The Project has been designed with the same consideration. In general, releases forhydroelectric generation cannot conflict with the directed releases ordered by the Delaware

River Master under the terms of the Decree and conservation releases in accordance with theFFMP. At all times, the Citys requirements to make directed and conservation releasesunder the FFMP will have priority over hydroelectric releases.

1.2 SIMULATION MODEL

The City developed a simulation model of its water supply system, including theCannonsville, Pepacton, Schoharie and Neversink Reservoirs. The model, called New YorkCity Water Supply OASIS (a proprietary version of the publically available OASIS modeland herein further referred to as OASIS), simulated the water supply demands, conservationreleases, water level drawdowns, flood storage needs and other requirements as stipulated in

the FFMP. The rules of the FFMP were incorporated in the model to simulate the estimateddischarges from the three reservoirs using the historic inflow hydrology. The GilboaDam/Schoharie Reservoir is not part of the FFMP. It was, however, included in the OASISmodeling to estimate discharges available for generation, because operational changes at thereservoirs subject to the FFMP necessitate flow changes from other reservoirs, includingSchoharie.

The benefits of OASIS modeling include the following:

Estimated discharges available for hydroelectric generation from the Cannonsville,Downsville, and Neversink Dams were based on the conditions set forth in the FFMP.

Conditions in the FFMP account for the balancing of water supply demands, reservoirlevels, directed releases and conservation releases below Cannonsville, Downsvilleand Neversink Dams. Because the OASIS model reflects this balancing of flow andwater level needs, the model results provide the best estimates of the expecteddischarges from Cannonsville, Downsville and Neversink Dams that would beavailable for hydroelectric generation. Although USGS gauges are located below allfour dams, the discharge data reflect historic releases and historic water supplydemand conditions prior to the conditions set forth in the FFMP. Thus, the USGSflow data is not a good indicator of flows available for hydroelectric generation.

In addition to estimating conservation releases that are made from the reservoirspursuant to the FFMP, OASIS estimates directed releases that are made from theCitys Delaware Basin Reservoirs by order of the Delaware River Master. Allreleases made from the Citys Delaware Basin Reservoirs are categorized either asconservation releases governed by FFMP or directed releases ordered by theDelaware River Master in compliance with the River Masters duties outlined in theDecree.


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One significant feature of FFMP that makes utilization of historic USGS gauge datainappropriate and misleading in the analysis of water available for hydroelectricgeneration is the requirement to reduce controlled releases from Delaware BasinReservoirs to absolute minimums when reservoir spillage rates or downstream flowrates are above specified criteria.

OASIS estimates the seasonal variation in reservoir levels at Cannonsville, Pepacton,and Neversink Reservoirs based on the conditions in the FFMP rather than historicwater level conditions that will now change as a result of the conditions in the FFMP.The OASIS model produces daily water level data for the full period of flow record,which extended from 1948 to 2004 (i.e., 57 years). As described below, the dailywater level data for the 57 years of record were averaged on a monthly basis toproduce one average monthly elevation. For example, all January 1-31 water levelsover the 57 years of record were averaged to produce one reservoir elevation for agiven month. Monthly water level plots for all four reservoirs appear later in thisapplication. Similarly, to estimate the average annual elevation, all daily water levels

(January 1-December 31) were averaged for the 57 years of record.

1.3 CANNONSVILLE DEVELOPMENT

1.3.1 Cannonsville - Existing Project Features

The Cannonsville Dam, the westernmost of the City reservoirs, is located on the WestBranch of the Delaware River in Delaware County, New York. Placed into service in 1964for the purpose of providing water supply, it is the most recently constructed City-ownedreservoir. The dam is a zoned earthen embankment with a 2,800 foot-long, 45-foot widecrest rising 175 feet above the valley floor to elevation 1,175.0 feet. The dam is orientated in

a north-south direction and is formed by two embankment sections.

The spillway (ungated), located at the right abutment on the north side of the valley, is astone masonry side channel spillway. The overflow weir is a two section split-level spillwaywith a total length of 800 feet. The lower section is 240 feet long with a crest elevation of1,150.0 feet. The upper section is 560 feet long with a crest elevation of 1,158.1 feet. Theimpoundment is approximately 12 miles long, has a normal storage capacity of 300,999 acre-feet with a surface area of 4,800 acres. Maximum pool is 450,000 acre feet with a surfacearea of 6,100 acres.

Low level outlet works are used to provide augmented conservation releases to the West

Branch of the Delaware River downstream of the dam and are located in a chamber at thesoutherly end of the dam proper. Diversion for City water supply is drawn through aseparate chamber consisting of a set of intakes located on the southern shorelines ofCannonsville Reservoir, through the West Delaware Tunnel and then to the City throughvarious reservoirs and conduits.

At the dam, downstream release water is taken in through a concrete intake structure andflows through a 17-feet-6-inch diameter concrete diversion conduit. The diversion conduit


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was constructed on the south side of the valley under the dam and carried the flow of theriver during dam construction. The diversion conduit is 1,280 feet long, and terminates in astilling pool that discharges into the river. A concrete plug was placed toward the end ofconstruction to stop flow through this conduit at the gate tower. At this point, flow isdiverted upward to an 11-feet-11-inch release water conduit located immediately above the

17-feet-6-inch diameter conduit. A concrete gate tower rises above the diversion conduitthrough the embankment and just upstream of the dam centerline. Two Broome type wheelgates, gate frames, and guides were installed in the gate tower. These gates can be used tocontrol water entering the release water conduit, which is constructed on top of theabandoned stream diversion conduit, from the gate tower to the release water chamber. Therelease water conduit, an 11-feet-11-inch diameter cement mortar-lined steel pipe encased inreinforced concrete, terminates in an 8-feet-10-inch diameter manifold. The manifold feeds5 primary release lines, ranging in size from 54 inches to 60 inches in diameter and threesmaller release lines, ranging in size from 12 inches to 18 inches in diameter. Flow control isachieved through selectively opening or closing various lines. Each of the three primaryrelease lines is controlled by two dow-pivot 60-inch valves. The two smaller primary release

lines are 54 and 60 inches in diameter and each is controlled by a dow-pivot valve and apolyjet valve.

All lines terminate with an orifice plate downstream of the valves. Discharges are directedinto a downstream stilling pool. Equipment can be moved into the valve chamber byremoving concrete roof slabs, which are presently covered with topsoil.

1.3.2 Cannonsville - Proposed Project Features

The Project will include a new powerhouse at Cannonsville that will contain 4 new turbinesand generators, switchgear, electrical and mechanical accessories. The Project will include a

new penstock connected to the existing release water piping, valves and appurtenances.

The turbines will consist of three identical units having a hydraulic capacity of 350 cubic feetper second (cfs) each plus one smaller unit having a hydraulic capacity of 80 cfs for a totalflow capacity of 1,130 cfs. The larger units will have a rated capacity of 3,750 kilowatts(kW) each and the smaller unit will be rated at 850 kW, for a total rated capacity output of12,100 kW.

The proposed facilities also will include a penstock and a tailrace channel. A 78 inchdiameter steel penstock will be connected directly to the existing 78 inch diameter blindflange on the end of the water release manifold. The penstock, at elevation 1,005.0 feet, will

exit through a brick wall perpendicular to the existing discharge lines.

Within the new powerhouse, a 36-inch diameter branch will serve the small turbine andbeyond this point the 78 inch penstock will be reduced to 72 inch and turn 90 degrees toserve one of the large turbines.


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A tap into the 11-feet-11-inch diameter conduit will be made upstream of the existing releasewater chamber to provide a second penstock of 102 inches diameter (or larger) to provideflow to the remaining two turbines.

Each branch serving each turbine will be provided with a butterfly valve designed for closure

under flow, for emergency purposes due to either wicket gate or broome gate failure as wellas closure for routine maintenance.

This design will facilitate compliance with temperature requirements as mandated byconservation releases by tapping into water drawn from low in the water column.

The powerstation will be located north and directly next to the existing release waterchamber at the toe of the dam. The powerstation will occupy an area of 125 feet by 55 feetand contain the turbine/generator units. The powerstation floor will be at elevation 999.0feet, and the roof will be at elevation 1,027.0 feet, which affords the same level of protectionagainst flooding provided by the existing structure. The centerline of the units is at elevation

1,005.0 feet with the minimum tailwater at about elevation 1,000.0 feet. The powerstationwill consist of reinforced concrete construction with removable hatches in the roof forequipment access. A stairway will be installed on the south wall of the powerstation forpersonnel access.

The turbines will be horizontal-shaft, with Francis-type runners, each in a pressure case. Thethree larger turbines will have 4-foot (1,220 mm) runner diameters operating at 720revolutions per minute (RPM) and the smaller unit will have a 1.9 foot (580 mm) runnerdiameter and will operate at 360 RPM. The centerline of all turbine/generators will be atelevation 1,005.0 feet. The turbines will be direct-connected to synchronous generators,three-phase, 60 hertz (Hz).

Discharge from the turbines will be released through steel draft tubes into separate concretechambers beneath the powerstation floor. The water from these chambers then will bedischarged into the common tailrace channel. The release chambers and the outside walls ofthe powerstation will be founded on rock. Bulkhead slots will be provided outside of thedraft tube openings to enable bulkheads to be placed and the draft tube sections to bedewatered for maintenance.

The addition of the turbines will supplement and enhance the redundancy of the existingrelease water facilities in that additional options for release of water into the West Branch ofthe Delaware River will be available. The four, separately-valved turbines will provide up to

1,130 cfs of additional release capacity. The proposed design of these release works alsowill allow the City to better maintain compliance with temperature requirements mandatedby the Decree for conservation releases.

An open channel tailrace will be excavated next to and parallel with the existing stillingbasin retaining wall to enable powerstation discharge to flow into the West Branch of theDelaware River. The invert of the channel will be at elevation 986.0 feet and extendhorizontally some 30 feet downstream of the powerstation. From elevation 986.0 feet the


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channel bottom rises at a 10H:1V slope until it matches the existing river bottom at aboutelevation 1,000.0 feet. The channel bottom will be 110 feet wide with side slopes at 2H:1V.

The powerstation will contain electrical equipment for control, operation and protection ofthe powerstation and generation units. A hand-operated traveling beam crane with a 5-ton

monorail hoist will be provided for maintenance of the units and associated equipment. It isnot intended that the hoist be used to lift the turbines or generators. Major equipmentplacement and subsequent removal for servicing will be performed using a mobile craneoperating from the surface through the hatches.

The generators, rated according to National Electric Manufacturing Association (NEMA)standards at the time of design, will be of synchronous type complete with brushlessexcitation and associated controls. The four generators will be connected to a single three-phase power transformer. The transformer and switchyard area will be located at elevation1,027.0 feet adjacent to the north wall of the powerstation. Access to the powerstation andswitchyard area will be provided by an existing roadway that leads off State Route 10. The

roadway provides access to the existing release water chamber and to the dam and spillwaycrest. The portion of the roadway leading to the release water chamber will be widened inthe area immediately behind the proposed powerstation to provide permanent access to thepowerstation and switchyard.

The Cannonsville Dam hydroelectric power generating facility is located in the New YorkState Electric & Gas Corporation (NYSEG) service territory. An existing 46 kilovolt (kV)transmission line was identified as the point of interconnection. The transmission line is partof the existing NYSEG electrical distribution system that passes downstream of the damacross the West Branch of the Delaware River. The connection between the powerstationand transmission line will be made by constructing approximately 750 feet of 46 kV, three-

phase overhead transmission line. The proposed transmission line route is shown on the siteplan and will be on land owned by the City.

The transmission line will consist of wood pole type using steel reinforced aluminumconductor. At each end of the line, switching and protective equipment will be provided.These will be constructed in accordance with NYSEG technical standards.

The Cannonsville Reservoir is seasonally operated, whereby water levels vary throughout theyear to utilize the available flow for water supply needs. Shown in Figure 1.3-1 is theaverage reservoir elevation estimated by the OASIS model, which is based on the period1948-2004. The following details relate to the reservoir elevation plots and apply to all four

reservoirs Cannonsville, Pepacton, Neversink and Schoharie described in thisapplication:

The OASIS model retrospectively produces daily discharge through the low leveloutlet and water level data for 57 years of record based on current releaserequirements.


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The monthly points on the water level figures (such as Figure 1.3-1) reflect anaverage of 57 years of daily data produced by the OASIS model. Thus, all of thewater levels from January 1-31 over the 57 years of record were averaged to produceone point (for January) on the figure. The same procedure was conducted for all 12months.

Daily discharges through the low level outlets at Cannonsville, Neversink, andDownsville Dams were used to develop average annual flow duration curves at eachfacility. The average annual flow duration curves for Cannonsville, Neversink andDownsville Dams represent water passing through the low level outlets that would beavailable for hydroelectric generation. They do not include uncontrolled waterdischarges from spillage, as rules under FFMP do not allow additional releases atcertain times (e.g., when a reservoir is spilling). The flow duration curves are basedon those rules. Alternatively, the total flow at Gilboa Dam also was used to developan average annual flow duration curve and energy estimate at that site

Given the above explanation regarding water levels, based on the OASIS model, the averageannual reservoir fluctuation varied between 1,146.9 feet (in May) to 1,116.8 feet (inNovember), a difference of 30.1 feet. Water level deviations from Figure 1.3-1 will occurdepending on the magnitude and duration of reservoir inflows, water supply demands,directed releases and conservation flow releases. If City water consumption increases foran extended period, then the average elevation of the reservoir will be lower, causing theseasonal rule curve to go down.


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Figure 1.3-1

Cannonsville Reservoir- Average Monthly Reservoir Elevations

(based on averaging daily water levels from 1948-2004 for each month of the year, Source: OASIS)

1100.0

1105.0

1110.0

1115.0

1120.0

1125.0

1130.0

1135.0

1140.0

1145.0

1150.0

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Reservo

irElevation

(ft)

Range of Headwater Fluctuation:

1146.9 ft to 1116.8 ft, delta= 30.1 ft

The OASIS model was used to predict the low level outlet discharges from CannonsvilleDam that would have occurred between 1948 and 2004 assuming the FFMP was in effectduring this period. Using the daily discharge data (flow that would be available forgeneration) from the model, an annual flow duration curve was developed as shown inFigure 1.3-2.


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Figure 1.3-2

Cannonsville Dam Discharge- Average Annual Flow Duration Curve through Low Level Outlet

Data Developed from OASIS model, Period of Record: 1948-2004, Drainage Area= 454 sq mi

0.00

200.00

400.00

600.00

800.00

1000.00

1200.00

1400.00

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

% of Time Flow is Equalled or Exceeded

Dis

charge(cfs)

OASIS Modeled Discharge through Low Level Outlet, 1948-2004

The City proposes to install one (1) 80 cfs turbine to be operated with the lower flows neededfor conservation releases and three (3) 350 cfs turbines to operate with high flows. The totalstation hydraulic capacity would be approximately 1,130 cfs. It is important to note that, forpurposes of estimating generation, it was assumed that the smaller 80 cfs unit could operateas low as 40% of the design flow, or 32 cfs. Having the flexibility to operate down to 32 cfsallows the City to generate with conservation flows outlined in the FFMP and River Master-directed releases. Thus, flows between 32 and 1,130 cfs would be available for generation.

The OASIS model was used to predict Cannonsville Reservoir elevations under the

conditions of the FFMP. The model produces average monthly reservoir elevations based onthe 1948-2004 period of record. The average high, low and mean reservoir elevations arelisted below.

Average High Reservoir Elevation 1,146.9 feet

Average Low Reservoir Elevation 1,116.8 feet


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Average 1,132.6 feet

For purposes of estimating average annual generation the average headpond elevation wasused. A nominal tailwater elevation of 1,005.3 feet was used.

The estimated average annual generation would be 25,456,000 kilowatt-hours (kWh).

1.4 NEVERSINK DEVELOPMENT

1.4.1 Neversink - Existing Project Features

The Neversink Dam, located in the Town of Neversink in Sullivan County, is approximately75 miles northwest of New York City. The reservoir is fed by the Neversink River, thelongest tributary to the Delaware. The facility was placed into service in 1953. The dam isan earth embankment with a concrete cutoff wall. The concrete cutoff wall is founded onrock and extends from the rock foundation up to an elevation of 110 feet below the top of thedam near the abutments. The structure is approximately 2,830 feet long and 195 feet high.

The major spillway is located near the northeast end of the dam and is an uncontrolled sidechannel spillway with an ogee crest. The side channel discharges into a 30-foot diameterconcrete-lined tunnel. The crest of the waste weir is approximately 600 feet long, and thetunnel is approximately 1,435 feet long. The spillway elevation is 1,440.0 feet above sealevel, making it the highest City reservoir.

The concrete-lined tunnel is part of what was once the diversion tunnel that was used duringconstruction. The tunnel passes adjacent to the northeast abutment of the dam, and is locatedentirely in rock. A short inclined tunnel traverses from the spillway channel to the diversiontunnel. After the spillway, an inclined connecting tunnel was constructed; the diversiontunnel was plugged with concrete just upstream of the intersection with the inclined spillwaytunnel and the diversion tunnel. The tunnel then leads to a stilling basin located on the eastside of the river channel downstream from the dam.

An above-ground emergency spillway channel is excavated adjacent to the northeasterlyabutment, leading from the side channel spillway to the stilling basin. The purpose of theemergency channel is to provide additional conveyance capacity to match the spillway weircapacity. When the spillway operates, water is first conveyed downstream through thetunnel. When the tunnel capacity is exceeded, the excess discharge spills into the above-ground channel and is carried downstream. The emergency channel is spanned by a steel

arch bridge which carries State Route 55 across the channel to the dam.

Water is withdrawn from the impoundment and is directed either through the NeversinkTunnel or through control valves and passed downstream. The intake works for bothfacilities is located north of the spillway weir. The intake works consist of a long submergedintake channel, a surface gatehouse structure, intake structure and control works.


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Releases made to the channel downstream of the Neversink Dam are controlled by threeregulating valves located in an underground vault adjacent to the intake. Water that iswithdrawn for release downstream is taken from a location at the bottom of the intakestructure, upstream from the four-level opening arrangement for the tunnel. Because thewater is withdrawn from a location upstream of the intake openings, water from the bottom

of the reservoir is released downstream.

Water is withdrawn from the right side of the right intake through a short vertical shaft. Thevertical shaft, open to the surface and serving as a maintenance shaft, leads a short distancedown to a forebay. From the forebay, the water enters three regulating release lines, two 36inches and one 12 inches in diameter. The centerline of the large regulating conduits is atelevation 1,289 feet. Each regulating line is equipped with a venturi meter, a cone valve, anda needle valve for flow regulation located in an underground gate chamber approximately 25feet in diameter. Each release line discharges into a circular stilling chamber, approximatelyeight feet in diameter and 45 feet long. At the end of each chamber there is an arch-shapedgooseneck conduit. The conduits join together in a larger common tunnel. This arrangement

allows operation of one release line without affecting the adjacent release line which couldbe out of service and dewatered. The tunnel flows to the spillway discharge tunnel discussedpreviously.

The impoundment is approximately 5 miles long, has a normal pool storage capacity of112,000 acre-feet and has a surface area of 1,477.8 acres at the spillway crest elevation of1,440 feet. The impoundment has a maximum pool storage capacity of 142,000 acre-feetwith a surface area of 1,750.3 acres.

1.4.2 Neversink Dam Discharges - Proposed Project Features

The proposed hydroelectric generating facility at Neversink will include a new powerhouselocated adjacent to the discharge from the 30-foot diameter tunnel. The powerhouse will bea reinforced concrete structure approximately 40 feet by 75 feet in plan.

Water will be conveyed to the powerhouse through an extension of the existing release watertunnel. The existing release water discharge tunnel to the 30 foot diameter diversion tunnelwill be plugged and the new 7-foot diameter tunnel will start near this point and extenddownstream approximately 700 feet to the new powerhouse. The new tunnel will runapproximately parallel to the existing diversion tunnel, a design that will facilitatecompliance with temperature requirements mandated by conservation releases because waterwill be drawn from low in the water column.

Two new turbine-generator units will be provided at the powerhouse and valved bypasses foreach will be provided in order to maintain the release water discharge capacity if the turbinesare out of service. Each turbine will have a flow capacity of 80 cfs and a rating of 825 kWfor a total rated capacity of 1,650 kW. The turbines will be horizontal Francis units withrunner diameters of 1.9 feet (580 mm). Each branch serving the two turbines will beprovided with a butterfly valve designed to close under flow. The turbines will be directlyconnected to synchronous generators, three phase, 60 Hz. Discharge from the turbines will


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be released through steel draft tubes into a tailrace to be constructed adjacent to the existingdiversion tunnel outlet channel.

The hydroelectric turbine bypass valves will duplicate the configuration within the existingrelease water chamber. This will enhance the redundancy of the existing outlet works as well

as providing the benefits of generating power through the turbines. The turbines will providean additional release capacity of approximately 160 cfs.

The generating equipment will be connected to existing NYSEG distribution facilities alongState Route 55. Connection will be made at the existing three phase 4.8 kV voltage. A newoverhead interconnection line with a length of approximately 2,400 feet will be constructed.

The Neversink Reservoir is seasonally operated, whereby water levels vary throughout theyear to utilize the available flow for water supply needs. Shown in Figure 1.4-1 is theaverage reservoir elevation resulting from the OASIS model. The average annual reservoirfluctuation varied from 1,435.3 feet (in May) to 1,410.7 feet (in November), a difference of

24.6 feet. Water level deviations from Figure 1.4-1 will occur depending on the magnitudeand duration of reservoir inflows, water supply demands, directed releases andconservation flow releases. If City water consumption increases for an extended period, thenthe average elevation of the reservoir will be lower, causing the seasonal rule curve to godown.


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Figure 1.4-1

Neversink Reservoir- Average Monthly Reservoir Elevations


1400.0

1405.0

1410.0

1415.0

1420.0

1425.0

1430.0

1435.0

1440.0


Res

ervoirElevation

(ft)


1435.3 ft to 1410.7 ft, delta= 24.6 ft

The OASIS model was used to predict the low level outlet discharges from Neversink Damthat would have occurred between 1948 through 2004 assuming the FFMP was in effectduring this period. Using the daily discharge data (flow that would be available forgeneration) from the model, an annual flow duration curve was developed as shown inFigure 1.4-2.


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Figure 1.4-2

Neversink Dam Discharge- Average Annual Flow Duration Curve through Low-Level Outlet

Data Developed from OASIS model, Period of Record: 1948-2004, Drainage Area= 92.6 sq mi

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

160.00

180.00

200.00

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%


Discharge(cfs)


The City proposes to install two (2) 80 cfs turbines for a total station hydraulic capacity ofapproximately 160 cfs. For purposes of estimating generation it was assumed that each 80cfs unit could operate as low as 40% or 32 cfs. Having the flexibility to operate down to 32cfs allows the City to generate with conservation flows outlined in the FFMP. Thus, flowsbetween 32 and 160 cfs would be available for generation.

The OASIS model was used to predict Neversink Reservoir elevations under the conditionsof the FFMP. The average high, low and mean reservoir elevations are listed below.





The estimated average annual generation of energy would be 7,786,000 kWh.


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1.5 PEPACTON DEVELOPMENT

1.5.1 Pepacton - Existing Project Features

The Downsville Dam on the Pepacton Reservoir is located in Delaware County, New York

and impounds the East Branch of the Delaware River. The facility was placed into service in1954. The Pepacton Reservoir is a zoned earth embankment structure with a concrete corewall and an embankment height of 204 feet. The concrete core wall is founded on rock andwas constructed to elevation 1,130.0 feet in the center portion of the dam and slopes up toelevation 1,280 feet at the top of the abutments. The dam is approximately 2,450 feet longwith a maximum height of 204 feet. The top width of the dam is approximately 45 feet andthe bottom width is approximately 2,000 feet.

The impoundment is approximately 18 miles long, has a normal pool storage capacity of441,000 acre-feet and a surface area of 5,700 acres at the spillway crest elevation of 1,280feet. The major spillway is located near the north end of the dam and is an uncontrolled side

channel spillway with an ogee crest. The channel discharges into a 40-foot diameterconcrete-lined tunnel. The crest of the weir is approximately 800 feet long, and the tunnel isapproximately 1,530 feet long. The spillway crest is at elevation 1,280 feet.

The concrete-lined tunnel is part of what once was the diversion tunnel during construction.The tunnel passes adjacent to the north abutment of the dam, and is located entirely in rock.A short inclined tunnel traverses from the spillway side channel to what was once thediversion tunnel. After the spillway and inclined connecting tunnel were constructed, thediversion tunnel was plugged with concrete just upstream of the intersection of the inclinedtunnel and the diversion tunnel. The spillway tunnel leads to a stilling basin located on theright side of the river channel downstream from the dam.

There is an above-ground emergency spillway channel adjacent to the northerly abutment,leading from the side channel spillway to the stilling basin. The purpose of the emergencyspillway channel is to provide additional conveyance capacity to match the spillwaycapacity. When the spillway operates, water is first conveyed downstream through thetunnel. Once the tunnel fills, water spills into the above-ground emergency channel and iscarried downstream.

Water can be withdrawn from the impoundment at two locations. The water may be directedto the East Delaware Tunnel through an intake located approximately 3.5 miles from thedam, on the south shoreline of the reservoir. The East Delaware tunnel conveys water from

Pepacton to Rondout Reservoir; from Rondout, the water can be delivered to the City via theDelaware Aqueduct. Water discharged through the East Delaware Tunnel is used to generatehydroelectric power at a station owned by the City and operated by the New York PowerAuthority. Alternatively, water can be directed to the channel downstream (East Branch ofthe Delaware River) that eventually meets the main stem of the Delaware River. Theproposed hydroelectric plant will utilize releases made through this downstream releasefacility.


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Water enters the downstream release facility through what was once the diversion tunnel.After entering the old diversion tunnel, water flows through the regulating works and returnsto the diversion tunnel downstream of a diversion tunnel plug. In effect, the regulatingworks bypasses the diversion tunnel plug. The total horizontal length of the waterconductors used to bypass the tunnel plug is approximately 520 feet.

An eight foot diameter tunnel approximately 140 feet long carries water from the diversionconduit to the valve chamber. Before entering the chamber, the eight foot diameter tunnelbifurcates into two five-foot diameter tunnels. Each tunnel connects to a short pipeline,butterfly valve, a venturi, a cone valve and a polyjet valve. Each line discharges into circularstilling chambers that are maintained full of water due to the presence of a siphon at the endof each chamber. There also is a 20-inch conservation release line running from a tee in thenorth conduit into the north stilling chamber. This arrangement allows operation of onerelease line without affecting the adjacent release line, which could be out of service anddewatered. The siphons at the end of each stilling chamber join together to form a commoneight-foot diameter tunnel. This tunnel exists above the spring line of what was once the

diversion tunnel and is presently the spillway tunnel.

1.5.2 Pepacton - Proposed Project Features

Two generating units one at 80 cfs and one at 190 cfs - will be installed in a new chamberto be constructed under the existing valve chamber. New inlet and discharge waterways willbe constructed using tunneling methods to provide water from the existing tunnel. Thesupply tunnel will be 5.5 feet in diameter and approximately 90 feet long. Upstream of thepowerhouse, the tunnel will be steel-lined and the pipe inside the powerhouse will tee to a 36inch diameter pipe to serve the smaller unit, and reduce to a 54 inch diameter pipe to servethe larger unit. The discharge from the turbines will be carried by a new 5.5 foot diameter

tunnel, approximately 100 feet long, connecting to the existing release water tunnel above.The 80 cfs and 190 cfs turbines will have runner diameters of 1.9 feet (580 mm) and 2.9 feet(885 mm), respectively and will have a combined rated capacity of 3,100 kW. Operatingspeeds for the 80 cfs and 190 cfs turbines will be 720 RPM and 514 RPM, respectively.

Each branch serving the two turbines will be provided with a butterfly valve designed toclose under flow.

The turbines will be horizontal-shaft, with Francis type runners, each in a pressure case. Theturbines will be direct-connected to synchronous generators, three phase, 60 Hz.

Discharge from the turbines will be released through steel draft tubes into a submergedwaterway that will rise and connect to the existing stilling basins located downstream of theexisting release water valves.

The generators, rated according to NEMA standards at the time of design, will be ofsynchronous type complete with brushless excitation and associated controls. The twogenerators will be connected to a single three-phase power transformer. The transformer andswitchyard area will be located at the ground surface. Access to the powerstation and


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switchyard area will be provided by an existing roadway. The roadway provides access tothe existing release water chamber and to the dam and spillway crest.

The generating equipment will be connected to the existing power distribution facilitiesserving the existing surface gatehouse structure, as shown on the drawings. The existing

three phase voltage is 4.8 kV. Generated power will be transmitted to the NYSEG systemthrough an existing connection.

The Pepacton Reservoir is seasonally operated, whereby water levels vary throughout theyear to utilize the available flow for water supply needs. Shown in Figure 1.5-1 is theaverage reservoir elevation from the OASIS model. The average annual reservoir fluctuationvaried from 1,273.8 feet (in May) to 1,246.8 feet (in November), a difference of 27.0 feet.Water level deviations from Figure 1.5-1 will occur depending on the magnitude andduration of reservoir inflows, water supply demands, directed releases and conservationflow releases. If City water consumption increases for an extended period, then the averageelevation of the reservoir will be lower, causing the seasonal rule curve to go down.


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Figure 1.5.2

Downsville Dam Discharge- Average Annual Flow Duration Curve through Low Level Outlet


0.00

50.00

100.00

150.00

200.00

250.00

300.00

350.00

400.00

450.00

500.00

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%


Discha

rge(cfs)


The City proposes to install one (1) 80 cfs turbine and one (1) 190 cfs turbine for a totalstation hydraulic capacity of approximately 270 cfs. For purposes of estimating generation,it was assumed that each 80 cfs unit could operate as low as 40%, or 32 cfs. Having theflexibility to operate down to 32 cfs allows the City to generate with conservation flowsoutlined in the FFMP. Thus, flows between 32 cfs and 270 cfs would be available forgeneration.

The OASIS model was used to predict Pepacton Reservoir elevations under the conditions of

the FFMP. The model produces average monthly reservoir elevations based on the 1948-2004 period of record. The average high, low and mean reservoir elevations are listed below.





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1.6 SCHOHARIE DEVELOPMENT

1.6.1 Schoharie - Existing Project Features

The Gilboa Dam, which created the Schoharie Reservoir, was completed in 1926. It is amixed earthen and cyclopean concrete and masonry dam approximately 2,273 feet long and183 feet high with an overflow spillway to Schoharie Creek. The overflow spillway wasconstructed of concrete and reinforced with cut stone. Modifications to the dam began in2006 to improve its structural stability. Post-tensioned anchoring cables were installedthrough holes drilled into the dam and into the bedrock below.

Further dam rehabilitation efforts will commence in 2009 and will include installation ofinflatable crest gates, rehabilitation and reconfiguration of the spillway steps, repairs to theside channel floor, extension of the west training wall and installation of a new low leveloutlet, as well as several other repairs and improvements. This effort is expected to lastthrough 2014 and, therefore, development of hydroelectric facilities at Gilboa Dam wouldbest be accomplished as a coordinated component of this rehabilitation effort.

The impoundment is approximately six miles long, has a storage capacity of approximately58,800 acre-feet and a surface area of 1,150 acres at the spillway crest elevation of 1,130feet.

1.6.2 Schoharie - Proposed Project Features

The proposed hydroelectric plant at Schoharie will receive water from a branch off theproposed low level outlet from the Reservoir to the Schoharie Creek. This low level outlet isin the advanced planning stages with additional geotechnical investigations currentlyunderway to select a final route. The low level outlet will be 120 inches in diameter and willconsist of a combination of tunnel and pressure pipe.

The hydroelectric plant will be served by a 120 inch by 120 inch wye which will betrifurcated to provide branches to each of three turbines. A 10-foot diameter control valvewill be installed in the main line downstream of the wye. Each turbine will be provided witha butterfly valve designated to close against flow upstream of the unit.

The hydroelectric facility will provide a degree of redundancy to the new outlet works.Either the main discharge valve or the turbines may be utilized to discharge, therebyallowing maintenance at the other facility. The three separately valved turbines will provideup to 1,050 cfs release capacity.


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Each of the three units will have a rated flow of 350 cfs at 158 feet of head and will operateat 360 RPM. Each unit will produce 4,300 kW for a total station capacity of 12,900 kW.The turbine-generator units will be contained within a reinforced concrete powerhouse of theapproximate dimensions shown on the accompanying drawings. A tailrace will be excavatedwithin the river to accept discharge from the units.

A switchyard including a step up transformer will be provided. Pending the results of aninterconnection study by NYSEG, it is anticipated that the voltage will be stepped up to 13.8kV for overhead transmission to an existing 115 kV transmission line located within 15,000feet of the powerhouse. At this point, the voltage will be stepped up through anothertransformer to 115 kV to allow interconnection to this line. Easements and/or rights-of-waywill be acquired to allow construction and maintenance of those sections of the transmissionline that are not located on City property.

The Schoharie Reservoir is seasonally operated, whereby water levels vary throughout theyear to utilize the available flow for water supply needs. Shown in Figure 1.6-1 is the

average reservoir elevation from the OASIS model. The average annual reservoir fluctuationvaried from 1,130.5 feet (in April) to 1,110.4 feet (in October), a difference of 20.1 feet.Water level deviations from Figure 1.6-1 will occur depending on the magnitude andduration of reservoir inflows, water supply demands, directed releases and conservationflow releases. If City water consumption increases for an extended period, then the averageelevation of the reservoir will be lower, causing the seasonal rule curve to go down.


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Figure 1.6-1

Schoharie Reservoir- Average Monthly Reservoir Elevations


1105.0

1110.0

1115.0

1120.0

1125.0

1130.0

1135.0


Reservo

irElevation

(ft)


1130.5 ft to 1110.4 ft, delta= 20.1 ft

There are no conservation releases required below Gilboa Dam at this time; only spillageoccurs. Water from the reservoir can be diverted through the Shandaken Tunnel to theAshokan Reservoir, where it can then be released into the Catskill Aqueduct to meet theCitys water supply needs. Schoharie Reservoir is linked to the Citys overall water supplysystem by the Shandaken Tunnel.

The OASIS model was used to predict the total discharges from Gilboa Dam that wouldhave occurred between 1948 and 2004 assuming the FFMP was in effect during this period.Using the daily discharge data (flow that would be available for generation) from the model,

an annual flow duration curve was developed as shown in Figure 1.6-2.


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Figure 1.6-2

The City proposes to install three (3) 350 cfs turbines for a total station hydraulic capacity ofapproximately 1,050 cfs. For purposes of estimating generation, it was assumed that each350 cfs unit could operate as low as 40%, or 140 cfs. Thus, flows between 140 cfs and 1,050cfs would be available for generation.

The OASIS model was used to predict Schoharie Reservoir elevations under the conditionsof the FFMP. The model produces average monthly reservoir elevations based on the 1948-

2004 period of record. The average high, low and mean reservoir elevations are listed below.




Gilboa Dam Discharge- Average Annual Flow Duration Curve


0

500

1000

1500

2000

2500

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%


Discha

rge(cfs)

OASIS Modeled Discharge, 1948-2004


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The average headpond elevation and a nominal tailwater elevation of 965.0 feet were usedfor purposes of estimating average annual generation.


1.7 TURBINES AND GENERATORS

Development Units

AverageAnnualHydraulicHead(feet)

StationHydraulicCapacity(cfs)

InstalledCapacity(kW)

AverageAnnualGeneration(kW-hours)

Cannonsville 4 (1) @ 80cfs and (3)@ 350 cfs

127.3 1,130 12,100 25,456,000

Neversink 2 (2) @ 80cfs

166.9 160 1,650 7,786,000

Pepacton 2 (1) @ 80cfs and (1)@ 190 cfs

134.0 270 3,100 9,042,000

Schoharie 3 (3) @350 cfs

158.3 1,050 12,900 31,834,000

1.8 TRANSMISSION LINES

The electric grid interface for each development within the West of Hudson HydroelectricProject is as follows:

Development Units

UnitCapacity(MW)

TotalCapacity(MW)

Step-upTransformerCapacity(MVA)

InterfaceVoltage (kV)

Cannonsville 4 3.75 (3)0.85 (1)

12.1 15.0 4.6

Neversink 2 0.825 1.65 2.5 4.8Pepacton 2 0.90 (1)

2.20 (1)3.1 3.75 4.8

Schoharie 3 4.30 12.9 15.0 115


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1.9 LANDS OF THE UNITED STATES

There are no lands of the United States within the proposed Project boundary of any of thefour developments.

There are no known areas within or in the vicinity of the proposed Project boundary of anyof the four developments that are included in or have been designated for study for inclusionin the National Wild and Scenic Rivers System.

There are no known areas within the proposed Project boundary of any of the fourdevelopments that are known to be under the provisions of the Wilderness Act or that havebeen designated as wilderness areas, recommended for designation as wilderness area, ordesignated as wilderness study.

1.10 PUBLIC INTEREST

Upon approval, the proposed Project will provide enhanced value to the region's waterresources, as well as urgently needed relief to the current national energy crisis by offsettingmore expensive energy provided by other, less environmentally suitable sources. Thedevelopment of the Project is consistent with important federal, state and City initiatives todevelop renewable sources of electricity.


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EXHIBIT 2 DESCRIPTION OF PROJECT STUDIES

The Project proposes to integrate hydroelectric development in a manner that will maintainand improve the environmental resources and reservoirs associated with the Project as well

as the public health of over 9 million people who rely on the water supply from the fourReservoirs. The Project will optimize the use of these water resources by reducing thermalelectric power generation while providing low-cost renewable energy. Importantly,however, the Project is intended to allow for the continued maintenance of the multiple usesand obligations currently associated with each site, which include water supply, recreation,flood control and fish and wildlife conservation.

The City has a long history of owning, operating and maintaining the dams and reservoirsunder consideration along with the adjacent watershed lands that could be affected by theProject. The City, under the auspices of DEP, is in a unique position to fully understand,monitor and react to any potential environmental concern that would affect these facilitiesand lands. DEP has been aggressively developing analytic criteria for its watershedprotection program, as well as conducting research and testing that address theenvironmental studies referenced in this Exhibit, for almost 20 years. DEPs watershedprotection program is based on exhaustive research by DEP scientists into existing andpotential causes of water contamination. Over the past two decades, the City has committedover a billion dollars and thousands of staff hours to preserving the pristine quality of itssource waters and effectively managing and protecting the watershed. DEP has the technicalresources, both in personnel and information resources, to most effectively maintain andenhance the features that protect the dams, reservoirs and watershed.

The City will utilize both in-house resources and the consulting services of Gomez andSullivan Engineers, P.C. (Gomez and Sullivan) in preparing and conducting the requiredstudies for the Project. Gomez and Sullivan has over 25 years experience in hydroelectricpower engineering, development, licensing, and compliance.

2.1. PROPOSED STUDIES

A variety of engineering and environmental studies will be conducted to determine theproject feasibility and support the application for a project license. All work will beconducted in a manner so as not to disturb known cultural resources or endangered species, ifany, and to cause minimal disturbance to land and water. Any land altered will be

adequately restored to the reasonable satisfaction of the owner. As described more fullybelow, the proposed studies can be classified into the following three categories:environmental, engineering, and economic. The full scope of these studies will bedetermined during the consultation process mandated by the FERC Licensing regulations.


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Environmental Studies

Existing Site Plan and Survey: A site plan and survey of the existing Project site will beprepared to delineate the topographic characteristics of each development site, and thesize, location and elevations of existing facilities.

Erosion and Soils Studies: All available geotechnical information, including studiesperformed for the dam and reservoir construction at the four development sites, will beused to describe the soil stability characteristics and erosion potential near the proposeddevelopment sites. Appropriate measures will be developed to control erosion duringboth the construction and post-construction phases of the Project.

Water Quality Studies: Existing water quality information will be used to characterizethe conditions at each site. If existing data are insufficient to quantify water qualityconditions, the City proposes to collect water quality field samples where appropriate.The field samples likely will include the collection of dissolved oxygen and temperature

data in each reservoir, as well as within the tailrace sections of each site. The City alsowill develop appropriate measures to mitigate any short-term impacts to water qualityduring the construction phase. Post-construction field sampling also will be conducted.

Fisheries and Wildlife Studies: Existing available wildlife and fisheries information anddata will be used to characterize the resources associated with each site. Whereappropriate, the City proposes to collect additional information, which may include areconnaissance level assessment of aquatic habitat in the river reach below each dam, anassessment of the fish community within each reservoir, as well as reconnaissanceinventory of wildlife habitat and occurrence at each site. The City also will develop

appropriate measures to mitigate any short-term impacts to fishery and wildlife resourcesduring the construction phase.

Wetlands and Botanical Studies: Existing available wetland and botanical informationwill be used to characterize the resources associated with each development site. TheCity proposes to conduct a wetlands inventory at each reservoir site, as well as aquaticand riparian vegetation surveys at each reservoir. The City also will develop appropriatemeasures to mitigate any short-term impacts to wetland and botanical resources duringthe construction phase.

Rare, Threatened and Endangered Species: Existing available rare, threatened andendangered species information will be used to determine the presence of critical habitatand species in the project areas. The City also proposes to supplement this informationwith field surveys by wildlife biologists, where appropriate. The City also will developappropriate measures to mitigate any short-term impacts to rare, threatened andendangered species during the construction phase.


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Recreation Studies: Existing information will be used to characterize the recreationresources associated with each site. For each development site, the City will provide aninventory of recreation facilities and opportunities, an assessment of recreation use andneeds, as well as measures for improving the existing recreational opportunities. Onlyuses appropriate to the DEP requirements for the protection of water supply will be

considered.

Cultural Resource and Historic Studies: Existing available cultural, historic, andarcheological information will be used to characterize the cultural resources associatedwith each development site, including Phase 1A Literature Review and ArchaeologicalAssessment or Phase 1B field surveys. The City will conduct a new Phase 1A LiteratureReview and Archeological Assessment at each development site, and, if needed, a Phase1B archeological survey. A historic properties management plan eventually will bedeveloped for each site as part of the application for license. The City also will takeappropriate measures to mitigate any impacts to cultural resources during theconstruction phase.

Engineering Studies

Detailed Feasibility Study: A detailed feasibility study will be conducted to further refineenergy estimates and costs and will include, inter alia: field survey; hydraulic analysis;quantity take-offs; and optimization of the economic development of each site within thelicensing constraints.

Preliminary Design: The preliminary civil, mechanical, and electrical engineering designfor each site will be developed, and layouts will be produced, for use in estimating

construction as well as operations and maintenance costs for each site. In addition, aconstruction plan will be developed detailing a proposed schedule, as well as othermanagement and sequencing aspects, of the Project construction.

Power Production Analysis: The estimates of generation at each site will be refined andrevised as appropriate based on the final design characteristics of the generatingequipment for each site.

Economic Studies

Economic Analysis: Estimates for costs associated with generation equipment,installation, construction, engineering, licensing, and Project administration will bedeveloped as part of the studies described above. This information, along with theestimate of generation potential and expected wholesale and retail power sales rates, willbe used in an economic model to determine the feasibility of each proposed project.


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2.2. ROADS

A description of the proposed access that will be used at each site for conducting siteevaluations and studies is set forth below. Only the Neversink development will require newroad construction.

Schoharie Development: Access to the Schoharie Development will be from an existingaccess road to the Gilboa Dam and spillway area and owned by the City.

Cannonsville Development: Access to the proposed Cannonsville Development will be fromthe primary DEP access road that leads off of State Route 10. The roadway provides accessto the existing release water chamber and to the dam and spillway crest. A portion of theroadway immediately behind the proposed powerstation will be widened to provide access tothe powerstation and switchyard.

Pepacton Development: Access to the proposed Pepacton Development will be from the

existing access road that traverses the top of the dam from State Route 30.

Neversink Development: A new access road, approximately 24 feet wide by 1,400 feet long,will be constructed to provide access to the proposed Neversink powerhouse from StateRoute 55.

2.3 NEW DAM CONSTRUCTION

No new dam construction is anticipated at any of the development sites. The proposedProject will utilize the existing dams at the Schoharie, Cannonsville, Neversink and Pepacton

Reservoirs. Given that no new dam construction is proposed, the City requests a waiver ofthe requirements of Section 4.81(c)(2).

2.4 PROPOSED WORK SCHEDULE

The proposed work schedule of major activities by the City during the 36-month permitperiod up to the filing of the application for license is described below. This scheduleassumes that FERC issues the preliminary permit in or before October, 2008. During thisinitial portion of the permit period, the City will evaluate the most appropriate FERClicensing process for this proceeding (i.e., Integrated Licensing Process, TraditionalLicensing Process, and Alternative Licensing Process).

FERC Issues Preliminary Permit October, 2008

File First Stage Consultation Document December, 2008

Conduct Engineering, Environmental, and Economic Studies Nov. 2008 Sept. 2010

File Draft Application for License January, 2011

File Application for License with FERC October, 2011


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EXHIBIT 3 COST AND FINANCING

Cost of Planning, Studies and License Application Preparation

The City estimates the cost to prepare a complete license application under the requirements

of the FERC Integrated Licensing Process for this proposed project to be approximately$1,145,000. The actual cost will depend on the complexity of the technical andenvironmental issues and the magnitude of the resulting required studies, as developed in theFERC-required consultation. The table details the estimated cost by study category.

Category CostErosion and Soils Studies $80,000

Water Quality Studies $120,000

Fisheries and Wildlife Studies $200,000

Wetlands and Botanical Studies $100,000

Rare, Threatened and EndangeredSpecies $50,000

Recreation Studies $80,000

Cultural Resource Studies $40,000

Preliminary Design $200,000

Power Production Analysis $50,000

Economic Analysis $25,000

Application for License $200,000

Total $1,145,000.00

Expected Sources of Finances

The City will provide the necessary financing to conduct the activities identified in Exhibit 2.

Proposed Market for the Generated Power

The City intends to produce electric power by constructing the West of HudsonHydroelectric Project to utilize the clean, renewable public resource available at the fourdevelopment sites owned by the City. The development of the Project is consistent withfederal, state and City initiatives to develop renewable sources of electricity. It is anticipatedthat power produced from the Project will be utilized by the City in a manner that will

benefit its residents and agencies.


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EXHIBIT 4 PROJECT MAPS

The following maps and preliminary drawings are provided for the proposed West of HudsonHydroelectric Development

Figure No. Development Title4-1 Cannonsville Cannonsville USGS Quadrangle Map

4-2 Cannonsville Cannonsville Project Boundary Map

4-3 Cannonsville Cannonsville Development Site Plan

4-4 Cannonsville Cannonsville Development Powerhouse Plan

4-5 Cannonsville Cannonsville Development Powerhouse Sections

4-6 Neversink Neversink USGS Quadrangle Map

4-7 Neversink Neversink Project Boundary Map

4-8 Neversink Neversink Site Map

4-9 Neversink Neversink Site Plan

4-10 Neversink Neversink Development Powerhouse Plan4-11 Neversink Neversink Development Powerhouse Sections

4-12 Pepacton Pepacton USGS Quadrangle Map

4-13 Pepacton Pepacton Project Boundary Map

4-14 Pepacton Pepacton Site Map

4-15 Pepacton Pepacton Site Plan

4-16 Pepacton Pepacton Development Plan and Profile

4-17 Pepacton Pepacton Development Powerhouse Plan and Profile

4-18 Schoharie Schoharie USGS Quadrangle Map

4-19 Schoharie Schoharie Project Boundary Map

4-20 Schoharie Schoharie Development Site Plan4-21 Schoharie Schoharie Development Powerhouse Plan

4-22 Schoharie Schoharie Development Powerhouse Section


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EXHIBIT 5 EVIDENCE OF MUNICIPAL STATUS

The City is a municipality and claims preference under Section 7(a) of the Federal Power Actand 18 C.F.R. 4.37. Pursuant to 18 C.F.R. 4.81(a)(4), a municipal applicant must provideevidence that the municipality is competent under state and local laws to engage in the

business of development, transmitting, utilizing, or distributing power.

The City is a municipality existing under the laws of the State of New York, the New YorkCity Charter and Administrative Code. The City of New York Administrative Code Section24-364 provides that the Department of Environmental Protection may utilize such water thatit now owns or may acquire for the purpose of generating electric current for use by themunicipality. A copy of the statute is attached. Pursuant to this authority, the City currentlyowns the Neversink hydroelectric plant, a 25 MW facility located in Grahamsville, NewYorkand the Grahamsville hydroelectric facility, a 18 MW hydroelectric facility also locatedin Grahamsville, New York. Because the City has built, maintained and operated the water

supply system for decades and owns two existing hydroelectric facilities in the DelawareBasin, the City is in a unique position to develop more hydroelectric facilities while ensuringthe storage and delivery of high quality drinking water to its citizens and other New Yorkresidents. In addition, the City is uniquely positioned to develop these proposedhydroelectric facilities in a manner that provides for the safe operation of the water supplysystem, including water quality protection, flood control, conservation releases andcompliance with the U.S. Environmental Protection Agency Filtration AvoidanceDeterminations, the Delaware River Basin Commission and the 1954 Amended SupremeCourt Decree.

J:\DATA\Client6 12456-\12804\Final PPA\City PPA.doc


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SUBCHAPTER 4WATER SUPPLY; MISCELLANEOUS

24364 Utilization ofwater to generate electric current. 24365 Cemetery and burial grounds. 24364 Utilization of water to generate electric current.The commissioner of environmental protection may, subject to the

approval of the board of estimate, utilize such water as the department of environmental protection now owns or as it may hereafteracquire, for the purpose of generating electric current fo r the us eof the municipality, or may permit the utifization of such water for~he generation and sale ofelectric current by an electric corporationwhich was the owner of a developed or undeveloped water powersite or sites affected, acquired or damaged by the execution of ap lan or project of the city for an additional water supply, and thecommissioner of environmental protection, with the approval of theboard of estimate, in connection with the settlement of a resultant450

~1iap. 3] WATER SUPPLY 24365laim for damage made by such electric corporation, may grant orse to such electric corporation for periods not to exceed fifty2ars, rights in , o r to use, the lands and waters of the city for the~eneration of electric current as herein provided, fo r such consid~ration and on such terms and conditions as are, in the opinion ofhe commissioner, in the best interests of the city of New York,flicluding b ut n ot limited to a general release of such claim, proded that such grant or lease may be made at the time of settlement~f the claim as above provided but the period of use under the~rms of the lease or grant , not to exceed fifty years, may commencewhen generation of electric current thereunder shall begm, providedthat no additional water shall be used for such purpose than would

~c otherwise be required by the city.HISTORICAL NOTE

Section added chap 907/1985 1DERrVATIONFormerly K5I48.0 added chap 929/1937 IAmended chap 804/1946 1Renumbered chap 10011963 1397(fonnerly K4148.0)


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Documents

NYC DEP application to FERC for hydropower permit